(完整版)钢结构第5章课后答案.pdf

《(完整版)钢结构第5章课后答案.pdf》由会员分享，可在线阅读，更多相关《(完整版)钢结构第5章课后答案.pdf（7页珍藏版）》请在taowenge.com淘文阁网|工程机械CAD图纸|机械工程制图|CAD装配图下载|SolidWorks_CaTia_CAD_UG_PROE_设计图分享下载上搜索。

1、P187 5.1 解：1.计算截面特征值：A=2300 16+1200 10=21600mm2Ix=(300 12323-290 12003)/12=4.989109mm4 Wx=Ix/616=8.099106 mm3 Iy=(1200103+2 16 3003)/12=72.10106 mm4iy=(Iy/A)1/2=57.76mm y=l1/iy=7200/57.76=124.65 梁自重 q=A=21.6 10-677=1.663 10-3kN/m 2.求梁最大弯矩M=P l/4=(设计值)650 7.2/4+1.2 1.663 10-37.22/8=1170+12.93=1182.93

2、kN.m 3.验算梁的整体稳定跨中无侧向支撑，荷载作用在梁上翼缘，钢材Q235 l1/b=2413 不满足表5.9 不需要验算的条件要求满足=M/bW f 焊接工字组合截面整体稳定系数b梁整体稳定的等效临界弯矩系数计算=l1t1/b1h=7200 16/300 1232=0.3120.6（截面已进入塑性，修正b）b=1.07-0.282/b=0.701=M/b W=1182.93106/0.701 8.099 106=208.35 N/mm2215 N/mm2满足要求（结论要给）5.2 解：yb21yx2ybb235)4.4(14320fhtWAhyb21yx2ybb235)4.4(14320

3、fhtWAh1.初选截面：标准值 qd=3 3=9kN/m；qL=20 3=60KN/m 设计值 qd=1.2 3 3=10.8kN/m；qL=1.3 20 3=78KN/m M=(10.8+78)62/8=399.6 kN.m 钢材 Q345-B，f=310N/mm2 W=M/f=399.6106/310=1289 103/mm3 选择 HM450200(446 199)，梁自重84.95kg/m 2.验算构件：(1)整体稳定钢筋混凝土板与次梁焊接，能保证整体稳定。(2)强度验算型钢梁可只验算弯曲强度M=399.6+1.20.08495 62/8=400.06 kN.m=M/W=400.06

4、106/1.3 106=307.73 N/mm2f 强度满足要求(3)刚度验算：查表 5.3 项次 4(3)vT=l/250、vQ=l/300 均布荷载作用下5ql4/384EI 恒+活5 69 60004/（384 206 10329 107）=19.49mm vT=l/250=24mm 活5 60 60004/（384 206 10329 107）=16.95mm vQ=l/300=20mm 刚度满足要求5.3 解：檩条跨度为12m，水平间距5m，屋面坡度1：10，彩色压型钢板重0.13kN/mm2，雪荷载 0.4 kN/mm2，屋面均布活荷载0.5 kN/mm2（两者取大者）。屋面倾角a

5、rctan1/10=5.71，sin0.0995，cos=0.995 在檩条侧向设2 道拉条，设檩条和拉条的自重为0.5kN/m，檩条荷载设计值：(g+q)d=1.2(0.13 5+0.5)+1.4(0.55)=4.88 kN/m 檩条荷载标准值：(g+q)k=(0.135+0.5)+(0.55)=3.65 kN/m 跨中最大弯矩Mx=(g+q)d?cos l2/8=4.88 0.995 122/8=87.4 kN.m1/3 跨弯矩 Mx=(g+q)d?cos l?l1/2-(g+q)d?l12/2=19.52 kN.m侧向 1/3 跨支座 My=-(g+q)d?sin l12/10=-4.8

6、80.0995 42/10=0.78 kN.m侧向跨中最大弯矩My=(g+q)d?sin l12/40=4.88 0.0995 42/40=0.19 kN.m 文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8

7、O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5

8、 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6

9、F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3

10、 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X1

11、0G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U

12、10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10跨中的截

13、面应力最大型钢需要的净截面模量为：取 Wx/Wy=7(1)yxxxnxreqxyyxMMWWfW M=66687.4100.19 10(10.8757)1.0521587.410=392cm3，查附表 4 选 HN300150:298 149 5.5 8 自重 g0=0.32 kN/m，A=4155mm2Ix=64.60 108mm4；Wx=433 103 mm3；ix=124mm；Iy=4.43 108 mm4；Wy=59.4 103 mm3；iy=32.6mm；截面验算：1.（1）抗弯强度=Mx/xWx+My/yWy=87.4 106/1.05 433 103+0.19 106/1.2 5

14、9.4 103=192.24+2.67=194.91N/mm2215N/mm2（2）抗剪强度（3）局部承压强度因为型钢截面壁较厚，其抗剪和局部承压一般能满足要求。2.刚度验算：侧向有拉条只要验算垂直于屋面的挠度=l/200=60mm=5 3.65 120004/(384 206 10364.60 108)=21.3751.047=0.74mm 刚度满足要求3.整体稳定验算：跨中侧向有支撑l1/b=4000/298=13.416 P125 表 5.9 整体稳定满足要求4.因为是型钢局部稳定也满足要求（书上例题有做长细比验算，是因为它兼做细杆）5.4 解：一、1.跨中作用5 个集中力间距3m Fk

15、=(9+0.08495+60)6=414.51kN Fd=1.2(9+0.08495)+1.360 6=533.41kN 主梁的支座反力(不包括梁自重)：设计值 R=3F=3533.41=1600.23kN 梁最大剪力Vmax=2.5F=1333.53kN 梁最大弯矩Mmax=1333.53 9-(3+6)533.41=7201.08kN.m Wnx=Mmax/xf=7201.08106/1.05 310=22.1231 106 mm32.确定梁截面尺寸：T/l=1/400,Q345 hminl/10.8=1666.7mm 经济高度he=2Wx0.4=2(221231.3103)0.4=173

16、4mm 3x5()384kgqlvlEIl文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B

17、3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X

18、10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5

19、U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编

20、码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R

21、8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R

22、5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10经济高度37300exhW=1655mm 取 h0=1700mm tw1.2Vmax/h0fv=1.2 1333.53 103

23、/1700 170=5.54mm tw=(h0)1/2/3.5=11.78 mm 取 h0=12mm h0/tw=1700/12=142mm170 仅需设置横向加劲肋。翼缘尺寸：A1=Wx/h0-twh0/6=22.1231 106/1700-12 1700/6=9614 mm2 b=(1/31/5)h=(566340)取 b=500mm t=25 b1/t=244/25=9.7613(235/345)1/2=10.66 3 梁截面尺寸验算：A=25500 2+1700 12=45400 mm2qk=1.1 454 10-476.98=3.84kN/m 主梁的支座反力(包括梁自重)：设计值 R

24、=1600.23+1.23.84 18/2=1641.7kN 梁最大剪力Vmax=1333.53+1.23.84 18/2=1375kN 梁最大弯矩Mmax=7201.08+1.2 3.84 182/8=7387.7kN.m Ix=12 17003/12+2 500 25 862.52=235.1066 108 mm4 Wx=Iy/y=235.1066108/875=26.8693106 mm3=Mx/x Wx=7387.7106/1.05 26.8693 106=261.86 N/mm2295N/mm2Smax=25 500 862.5+850 12 425=15.116 106 mm3S1

25、=25 500 862.5=10.781 106 mm3max=VS/Ixt=1375 10315.116 106/235.1066 10812=73.67 N/mm2180N/mm2设次梁的支承宽度为a=200 局部压应力c=F1/twlzlz=200+5 12=260mm c=533.41 103/12 260=170.96 N/mm2290N/mm2二、整体稳定次梁可作为侧向支撑l1=3m l1/b=3000/500=613 整体稳定满足要求三、改变截面设计在距支座l/6=3m 处改变截面，该截面 M=1333.533-1.2 3.84 32/2=3979.85kN.m Wnx=Mmax

26、/xf=3979.85106/1.05 290=13.07 106 mm3改变翼缘截面的宽度，A1=Wx/h0-twh0/6=13.07 106/1700-12 1700/6=4288mm2 b=4288/25=170mm 取 b=250 l1/b=3000/250=1213 保证梁的整体稳定Ix1=12 17003/12+2 250 25 862.52=142.1188 108 mm4 Wx=Ix1/y=142.1188 108/875=16.242 106 mm3=Mx/x Wx=3979.85 106/1.05 16.242 106=233.37 N/mm2295N/mm2文档编码:CC

27、3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q

28、1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO

29、8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I

30、5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO

31、3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7

32、W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文

33、档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10Smax=25 250 862.5+850 12 425=9.726 106 mm3S1=25 250 862.5=5.39 106 mm3max=VS/Ixt=1375 1039.

34、726 106/142.1188 10812=78.69 N/mm2180N/mm2改变截面高度处的腹板高度边缘的折算应力1=233.37（850/875）=226.7 N/mm2V1=1333.53-1.23.84 3=1319.71kN 1=V1 S1/Ixt=1319.711035.39 106/142.1188 10812=41.72N/mm2c=533.41 103/12 260=170.96 N/mm2折算应力dcczsf2223z=216.99 N/mm2 1.1 310=341 N/mm2四、变截面梁刚度验算：全部标准荷载作用时跨中最大弯矩梁最大弯矩Mqmax=2.5 414.

35、51 9-(3+6)414.51+3.84 182/8=5751.41kN.m 活荷载产生的集中力Fk=60 6=360kN 活荷载作用时跨中最大弯矩Mqlmax=2.5 360 9-(3+6)360=4860 kN.m T=l/400=45、Q=l/500=36 T/l=5751.41 10618000/(10 206 103235.1066 108)1+3(235.1066108-142.1188108)/(25235.1066 108)=21.375 1.047=21.375T/l Q/l=4860 10618000/(10 206 103235.1066 108)1+3(235.106

36、6108-142.1188 108)/(25 235.1066 108)=21.375 1.047=18.06Q/l 五、翼缘与腹板焊缝的计算：hf VS1/1.4I1ffw=1375 1035.39 106/(1.4 142.1188 108200)=1.86mm hfmin=1.5(25)1/2=7.5mm 取 hf=8mm 3m 处有集中力作用和剪力共同作用V1=1333.53-1.2 3.84 3=1319.71kN max=VS/Ixt=1375 1039.726 106/142.1188 10812=78.69 N/mm2180N/mm2hf(1319.711035.39 106/

37、142.1188 108)2+(533.41 103/1.22 260)2(1/2)/(1.4 200)=500.512+1681.62=6.3mm 取 hf=8mm 能满足要求六、局部稳定验算翼缘 b1/t=244/25=9.7613(235/345)1/2=10.66 满足要求腹板h0/t=1700/12=141.66 80(235/345)1/2 170(235/345)1/2=140.31 xxxx3(1)1025QTxIIM lvlEIIll或221wfxz1()()1.4ffVSFhfIl文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:

38、CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O

39、8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5

40、HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F

41、7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3

42、ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10

43、G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U1

44、0文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10在要同时设置横向加劲肋和纵向加劲肋区间，但处在边界，为了简便先按仅设置横向加劲肋考虑。在有次梁处设置加劲肋a=30000.85 1.25b0.85 cr=1-0.75(b-0.85)f=1-0.75(0.969-0.85)310=282.33 N/mm2s=(3

45、.455/2.574)1.212=1.110.8s1.2 cr=1-0.59(s-0.8)fv=1-0.59(1.11-0.8)180=147.08 N/mm2区格 1 应满足的屈曲相关公式：（119.33/282.33）2+(65.03/147.08)2=0.423+0.442=0.3741区格 1 仅设置横向加劲肋就能满足要求区格 2 平均弯矩和剪力为M2=1333.53 4.5-533.41 1.5-1.2 3.84 4.52/2=5154.11kN.m V2=1333.53-533.41-1.23.84 4.5=779.38kN Ix=12 17003/12+2 500 25 862.

46、52=235.1066 108 mm4 腹板边缘的平均应力=Mx y/Ix=5154.11 106850/235.1066 108=186.34N/mm2=V/h0tw=779.38 103/(1700 12)=38.20N/mm2区格 2 应满足的屈曲相关公式：（186.34/282.33）2+(38.20/147.08)2=（0.66）2+（0.26）2=0.50321区格 2 仅设置横向加劲肋就能满足要求区格 3 平均弯矩和剪力为235177/0ywbfth235/434.541/200ywsfahth12,2crcrcccr文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO

47、3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7

48、W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文

49、档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC

50、3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q1R5 HO8I6F7I5B3 ZO3X10G7W5U10文档编码:CC3R8O8Q